洪水调节课程设计说明书

1、洪水调节课程设计说明书学号：XXXXXXX 姓名：XXX 网选班级：XX 指导老师：XX目录1、 设计目的12、 设计基本资料1 2.1设计基本资料1 2.2工程级别的确定13、 计算过程2 3.1水位库容曲线的确定2 3.2设计洪水的计算3 3.2.1试算法计算6 3.2.2 半图解法计算8 3.3校核洪水的计算12 3.3.1试算法计算12 3.3.2半图解法计算16四、 计算成果17五、成果分析及结论18六、参考文献18一、 设计目的1、洪水调节目的：定量地找出入库洪水、下泄洪水、拦蓄洪水的库容、水库水位的变化、泄洪建筑物型式和尺寸间的关系，为确定水库的有关参数和泄洪建筑型式选择、尺寸确

2、定提供依据；2、掌握列表试算法和半图解法的基本原理、方法、步骤及各自的特点；3、了解工程设计所需洪水调节计算要解决的课题；4、培养学生分析问题、解决问题的能力。二、 设计基本资料2.1设计基本资料XX水电站水库正常蓄水位355.00m，总库容23.38亿m3，具有完全年调节性能。属一等大(1)型工程，工程枢纽由混凝土面板堆石坝、右岸溢洪道、左岸引水隧洞、坝后地面厂房等组成，其中大坝、溢洪道、引水隧洞进水口为1级水工建筑物，正常运用洪水重现期为1000年，非常运用洪水重现期为10000年。XX水电站承担下游防洪任务，为使下游城市及农田不受淹没，同时减少上游水位雍高带来的经济损失。具体防洪要求如下

3、：防洪限制水位为340.00m，遭遇设计洪水位时，最高库水位不得超过357.0m，允许下泄流量为12500m3/s；遭遇校核洪水位时，最高库水位不得超过360.0m，允许下泄流量为15300m3/s。XX水电站采用溢洪道泄流，溢洪道设有闸门，溢洪道溢流孔数为3孔，单孔宽度为20.7m，溢洪道溢流孔高18.0m，闸顶高程362.0m，进水渠底板高程330.0m，为WES型低实用堰，堰顶高程337.0m。泄槽宽度69.0m，纵坡i=0.15，设1.0m厚分离式钢筋混凝土底板。末端接挑流鼻坎，鼻坎高程为282.014m，挑射角为25，反弧半径50.0m，闸墩墩头以下溢洪道总长385.076m。 2.

4、2工程等别的确定 由设计基本资料可知，工程属一等大(1)型工程，工程枢纽由混凝土面板堆石坝、右岸溢洪道、左岸引水隧洞、坝后地面厂房等组成，其中大坝、溢洪道、引水隧洞进水口为1级水工建筑物，正常运用洪水重现期为1000年，非常运用洪水重现期为10000年。 三、 计算过程3.1根据已知表1 XX水位库容曲线绘出图2 XX水位库容曲线表1 XX水位库容曲线水库库容（亿m3）水位（m）水库库容（亿m3）水位（m）0.00 271.593819.93 355.31480.30 276.146320.92 357.00040.47 279.20321.90 358.51840.71 282.928422

5、.75 359.94990.82 285.579524.01 361.93751.16 289.354325.05 363.26331.64 294.873726.32 364.96882.47 301.782627.26 366.35873.40 307.739428.39 367.6344.28 312.680429.58 369.35055.20 317.540630.73 370.99636.50 322.849232.47 372.9097.24 325.432333.76 374.23228.13 328.374435.31 375.96988.94 330.803436.76 3

6、77.64219.70 333.062539.31 380.214810.55 335.548441.83 382.752211.41 337.765644.66 385.612712.52 340.552246.66 387.642713.35 342.65348.64 389.310614.23 344.580451.24 391.659215.21 346.510553.22 393.099916.23 348.601455.46 395.274417.04 350.183557.38 396.742218.22 352.206959.44 398.318719.15 353.82316

7、1.98 399.9555图1XX水位库容曲线3.2设计洪水的计算3.2.1试算法1、 计算并绘制q-V线 根据堰顶溢流公式： 式中： Q通过溢流孔口的下泄流量，m3/s； N溢流孔孔口数,设计洪水N=3；B溢流孔单孔净宽，B=20.7m ；g重力加速度，9.81m/s； 闸墩侧收缩系数，； m流量系数；H0堰顶水头，m；c上游堰坡影响系数,c=1.0；淹没系数,=1.0；中墩形状系数,=1；边墩形状系数,=0.8；表2 Q=f(V)关系曲线计算表（p=0.1%）XX水库q=f（V）关系曲线计算表Z（m）V(亿m3)PH0（m）Hd（m）H0/Hdmq(m3/s)340.0000 12.30

8、73.0000 18 0.1667 0.3929 0.9741 531 340.5522 12.52 73.5522 18 0.1973 0.3983 0.9694 690 342.6530 13.35 75.6530 18 0.3141 0.4173 0.9513 1424 344.5803 14.23 77.5803 18 0.4211 0.4326 0.9346 2253 346.5105 15.21 79.5105 18 0.5284 0.4462 0.9180 3207 348.6014 16.23 711.6014 18 0.6445 0.4589 0.9000 4356 350.

9、1835 17.04 713.1835 18 0.7324 0.4672 0.8863 5292 352.2069 18.22 715.2069 18 0.8448 0.4763 0.8689 6552 353.8231 19.15 716.8231 18 0.9346 0.4824 0.8549 7598 355.3148 19.93 718.3148 18 1.0175 0.4872 0.8421 8585 357.0004 20.92 720.0004 18 1.1111 0.4917 0.8275 9717 358.5184 21.90 721.5184 18 1.1955 0.495

10、0 0.8144 10743 359.9499 22.75 722.9499 18 1.2750 0.4974 0.8021 11710 361.9375 24.01 724.9375 18 1.3854 0.4998 0.7850 13043 363.2633 25.05 726.2633 18 1.4591 0.5008 0.7735 13920 364.9688 26.32 727.9688 18 1.5538 0.5015 0.7588 15028 366.3587 27.26 729.3587 18 1.6310 0.5017 0.7468 15910 367.6430 28.39

11、730.6430 18 1.7024 0.5014 0.7357 16706 369.3505 29.58 732.3505 18 1.7973 0.5007 0.7210 17732 370.9963 30.73 733.9963 18 1.8887 0.4995 0.7068 18683 图2 q=f(v)关系曲线2、 确定调洪的起始条件 设计洪水起调水位为340m,相应库容为12.30亿m，相应Q溢=531m/s。 3、调洪计算求qt过程和Zt过程 计算时段取为2小时。 根据水量平衡方程 选取合适的起调条件，逐时间计算平均入库流量和时段入库水量。 表3 XX水库调洪计算表P=0.1%月日

12、时时刻P=0.1%Q(m3/s)Q平均(m3/s)q泄(m3/s）V(亿m3)Z（m）6231:000.0 1040531 12.30 340.0000 3:002.0 20301535576 12.37 340.2624 5:004.0 42903160727 12.55 340.6793 7:006.0 798061351052 12.93 341.54049:008.0 1020090901554 13.49 342.79311:0010.0 11200107002154 14.13 344.1794241:0012.0 11500113502785 14.77 345.53373:00

13、14.0 11700116003415 15.38 346.79585:0016.0 11800117504030 15.96 347.95817:0018.0 11900118504622 16.50 349.02249:0020.0 12400121505203 17.02 350.023711:0022.0 13300128505803 17.55 351.01851:0024.0 15100142006469 18.13 352.08593:0026.0 16600158507219 18.78 353.2495:0028.0 15400160007922 19.38 354.3107

14、7:0030.0 13700145508452 19.84 355.09559:0032.0 12400130508818 20.16 355.631911:0034.0 11300118509058 20.37 355.9822251:0036.0 10300108009195 20.49 356.18223:0038.0 947098859250 20.54 356.26123:3038.5 929093809263 20.55 356.26124:0039.0 911092909255 20.54 356.26945:0040.0 875089309239 20.53 356.24527

15、:0042.0 804083959172 20.47 356.14869:0044.0 751077759062 20.37 355.988211:0046.0 687071908914 20.24 355.77231:0048.0 636066158731 20.08 355.50583:0050.0 593061458526 19.91 355.20395:0052.0 547057008300 19.71 354.87187:0054.0 515053108061 19.50 354.51779:0056.0 485050007816 19.29 354.152111:0058.0 46

16、3047407570 19.08 353.7817261:0060.0 441045207326 18.87 353.41143:0062.0 429043507087 18.66 353.04715:0064.0 420042456860 18.47 352.69647:0066.0 411041556644 18.28 352.369:0068.0 401040606437 18.10 352.036411:0070.0 382039156237 17.93 351.7181:0072.0 361037156037 17.75 351.39753:0074.0 339035005836 1

17、7.58 351.07285:0076.0 321033005636 17.40 350.74577:0078.0 298030955437 17.23 350.41569:0080.0 281028955238 17.05 350.08311:0082.0 268027455044 16.88 349.7543271:0084.0 255026154856 16.71 349.43173:0086.0 242024854674 16.55 349.11455:0088.0 230023604497 16.38 348.8028 图3 XX水库设计洪水过程线于下泄流量过程线 推求得，设计最大泄

18、量9263m3/s对应的水库最高水位为356.26m3.2.2半图解法 1、计算并绘制q=f()辅助线; 计算时段=2小时得表4 q=f(V/t+q/2）辅助曲线计算表表4 XX水库q=f（V/t+q/2）辅助曲线计算表水库水位Z(m)总库容V总(亿m3)堰顶以上库容V(m3)t(s)V/t(m3/s)q(m3/s)q/2(m3/s)V/t+q/2(m3/s)33711.11072000 0 0 0 340.0000 12.30 1.19720016528 531 265 16793 340.5522 12.52 1.41720019583 690 345 19928 342.6530 13.

19、35 2.24720031111 1424 712 31823 344.5803 14.23 3.12720043333 2253 1126 44460 346.5105 15.21 4.1720056944 3207 1604 58548 348.6014 16.23 5.12720071111 4356 2178 73289 350.1835 17.04 5.93720082361 5292 2646 85007 352.2069 18.22 7.11720098750 6552 3276 353.8231 19.15 8.047200 7598 3799 355.3148 19.93 8

20、.827200 8585 4293 357.0004 20.92 9.817200 9717 4858 358.5184 21.90 10.797200 10743 5371 359.9499 22.75 11.647200 11710 5855 361.9375 24.01 12.97200 13043 6521 363.2633 25.05 13.947200 13920 6960 364.9688 26.32 15.217200 15028 7514 366.3587 27.26 16.157200 15910 7955 367.6430 28.39 17.287200 16706 83

21、53 369.3505 29.58 18.477200 17732 8866 370.996330.7319.627200 18683 9341 372.90932.4721.367200 19737 9868 374.232233.7622.657200 20432 10216 375.969835.3124.27200 21303 10651 绘制单辅助曲线如下图4 单辅助曲线2、 调洪计算求q-t过程和库水位过程; 调洪的起始条件同列表试算法的条件即设计洪水起调水位为340m,相应库容为 12.30亿m，相应Q溢=531m/s。表5 半图解法调洪计算表P=0.1%时刻Q(m3/s)Q平均

22、(m3/s)V/t+q/2(m3/s)q(m3/s)q平均(m3/s)V(亿m3)Z（m）010401679353112.30 340.0000 22030153517797590560.512.37 340.2612 4429031602036773066012.55 340.6767 67980613525772110091512.93 341.5337 8102009090337621500130013.49 342.7869 101120010700429622150182514.13 344.1780 121150011350521622770246014.77 345.5337 1

23、41170011600609923430310015.38 346.7958 161180011750693124030373015.96 347.9571 181190011850771324630433016.50 349.0207 201240012150846525200491517.02 350.0217 221330012850923025800550017.55 351.0169 2415100142006460613018.13 352.0851 2616600158507230684518.78 353.2480 2815400160007910757019.38 354.3

24、098 3013700145508450818019.84 355.0955 3212400130508820863520.16 355.6320 3411300118509060894020.37 355.9820 3610300108009200913020.49 356.1815 38947098859250922520.54 356.2602 40875091109240924520.53 356.2441 42804083959180921020.47 356.1469 44751077759060912020.37 355.9861 46687071908910898520.24

25、355.7706 48636066158730882020.08 355.5044 50593061458526862819.91 355.2026 52547057008300841319.71 354.8705 54515053108060818019.50 354.5164 56485050007820794019.29 354.1507 58463047407570769519.08 353.7801 60441045207320744518.87 353.4101 62429043507080720018.66 353.0466 64420042456860697018.47 352

26、.6963 66411041556640675018.28 352.3602 68401040606430653518.10 352.0372 7038203915978066240633517.93 351.7192 7236103715952816030613517.75 351.3989 7433903500927515830593017.58 351.0750 7632103300902215630573017.40 350.7487 7829803095876865440553517.23 350.4188 8028102895851415240534017.05 350.0858

27、8226802745826465040514016.88 349.7573 8425502615802214860495016.71 349.4348 8624202485778464670476516.55 349.1176 8823002360755364500458516.39 348.8061 绘出Q-t与q-t过程线如图5 所示图5 水库Q-t和q-t过程线由图中得出设计最大泄量9250m3/s对应的水库最高水位为356.26m 3.3校核洪水的计算3.3.1试算法 1、计算并绘制q-V线表6 Q=f(V)关系曲线计算表（p=0.01%）库水位Z(m)溢洪道堰顶水头H（m）流量系数m

28、测收缩系数 下泄流量q（m/s） 库容V (亿m)33700.430 1.000 011.113 337.50.50.430 0.996 41.11.308 33810.430 0.991 117.11.503 338.51.50.430 0.987 214.11.703 33920.430 0.983 328.11.902 339.52.50.430 0.978 457.12.101 34030.430 0.974 598.12.300 340.53.50.430 0.970 750.12.499 34140.430 0.965 913.12.697 341.54.50.430 0.961

29、1085.12.895 34250.430 0.957 1265.1010213.092 342.55.50.430 0.952 1452.13.300 34360.430 0.948 1647.13.508 343.56.50.430 0.944 1849.13.737 34470.430 0.939 2057.13.965 344.57.50.432 0.935 2280.4820414.204 34580.435 0.931 2520.14.443 345.58.50.438 0.926 2768.14.697 34690.442 0.922 3025.14.951 346.59.50.

30、445 0.918 3292.15.200 347100.449 0.913 3567.15.449 347.510.50.452 0.909 3847.15.693 348110.456 0.905 4136.15.937 348.511.50.458 0.900 4421.16.186 349120.460 0.896 4712.16.434 349.512.50.463 0.892 5013.16.690 350130.465 0.887 5320.9510816.946 350.513.50.468 0.883 5640.17.231 351140.471 0.879 5965.17.

31、516 351.514.50.473 0.874 6286.17.808 352150.476 0.870 6612.18.099 352.515.20.477 0.868 6755.18.388 353160.479 0.861 7263.18.676 353.516.50.481 0.857 7591.18.959 354170.482 0.853 7923.19.242 354.517.50.484 0.848 8264.19.504 355180.486 0.844 8609.19.765 355.518.50.487 0.840 8949.20.049 356190.488 0.83

32、5 9292.20.332 356.519.50.490 0.831 9636.20.626 357200.491 0.827 9984.1145120.920 357.520.50.492 0.822 10329.6329821.243358210.493 0.818 10677.223921.565358.521.50.494 0.814 11025.6478121.876359220.495 0.809 11375.8324422.186359.522.50.496 0.805 11725.2943822.484360230.497 0.801 12076.1463422.782图6 q

33、=f(V)曲线校核洪水起调水位为340m,相应库容为12.30亿m，相应Q溢 =531m/s。表7 XX水库调洪计算表P=0.01%日时时刻P=0.01%Q(m3/s)Q平均(m3/s)q泄m3/s)V(亿m3)Z（m）2313:000.0 1270531 12.30 340.0000 15:002.0 24901880596 12.39 340.3182 17:004.0 54703980795 12.63 340.8628 19:006.0 1040079351229 13.13 341.9925 21:008.0 13400119001912 13.87 343.6331 23:0010

34、.0 14500139502730 14.71 345.4183 241:0012.0 14800146503583 15.54 347.1211 3:0014.0 15000149004429 16.32 348.6811 5:0016.0 15100150505247 17.06 350.0980 7:0018.0 15300152006030 17.75 351.3863 9:0020.0 15900156006792 18.41 352.5910 11:0022.0 17000164507565 19.08 353.7746 13:0024.0 19300181508412 19.81

35、 355.0365 15:0026.0 21200202509350 20.63 356.4065 17:0028.0 197002045010213 21.39 357.6538 19:0030.0 175001860010851 21.97 358.5737 21:0032.0 159001670011287 22.38 359.2041 23:0034.0 146001525011578 22.66 359.6263 251:0036.0 133001395011750 22.82 359.8771 3:0038.0 123001280011826 22.89 359.9877 4:00

36、39.0 118501207511841 22.91 360.01015:0040.0 114001185011828 22.89 359.9902 7:0042.0 105001095011764 22.83 359.8978 9:0044.0 98201016011648 22.72 359.7284 11:0046.0 9000941011485 22.57 359.4910 13:0048.0 8340867011278 22.37 359.1906 15:0050.0 7770805511038 22.15 358.8443 17:0052.0 7170747010771 21.90

37、 358.4576 19:0054.0 6740695510481 21.64 358.0404 21:0056.0 6330653510179 21.36 357.6048 23:0058.0 603061809870 21.09 357.1589 261:0060.0 573058809559 20.81 356.7096 3:0062.0 555056409251 20.54 356.2638 5:0064.0 542054858954 20.28 355.8311 7:0066.0 528053508668 20.03 355.4130 9:0068.0 513052058392 19

38、.79 355.0076 11:0070.0 487050008121 19.56 354.6068 13:0072.0 458047257850 19.32 354.2019 15:0074.0 428044307576 19.08 353.7904 17:0076.0 403041557302 18.85 353.3750 19:0078.0 372038757027 18.61 352.9549 21:0080.0 350036106754 18.38 352.5320 23:0082.0 333034156487 18.14 352.1148 271:0084.0 3160324562

39、29 17.92 351.7060 3:0086.0 299030755979 17.70 351.3046 5:0088.0 283029105736 17.49 350.9106 绘出Q-t与q-t过程线如图7 所示图7 校核洪水Q-t与q-t过程线推求得，设计最大泄量11841m3/s对应的水库最高水位为360.01m。3.3.2半图解法 1、计算并绘制q=f()辅助线; 计算时段=2小时得表4 q=f(V/t+q/2）辅助曲线计算表XX水库调洪计算表P=0.01%日时时刻P=0.01%Q(m3/s)Q平均(m3/s)q泄（m3/s)V(亿m3)Z（m）231:000.0 1270531

40、 12.30 340.0000 3:002.0 24901880596 12.39 340.3182 5:004.0 54703980795 12.63 340.8628 7:006.0 1040079351229 13.13 341.9925 9:008.0 13400119001912 13.87 343.6331 11:0010.0 14500139502730 14.71 345.4183 241:0012.0 14800146503583 15.54 347.1211 3:0014.0 15000149004429 16.32 348.6811 5:0016.0 1510015050

41、5247 17.06 350.0980 7:0018.0 15300152006030 17.75 351.3863 9:0020.0 15900156006792 18.41 352.5910 11:0022.0 17000164507565 19.08 353.7746 1:0024.0 19300181508412 19.81 355.0365 3:0026.0 21200202509350 20.63 356.4065 5:0028.0 197002045010213 21.39 357.6538 7:0030.0 175001860010851 21.97 358.5737 9:00

42、32.0 159001670011287 22.38 359.2041 11:0034.0 146001525011578 22.66 359.6263 251:0036.0 133001395011750 22.82 359.8771 3:0038.0 123001280011826 22.89 359.9877 4:0039.0 118501207511841 22.91 360.0101 5:0040.0 114001185011828 22.89 359.9902 7:0042.0 105001095011764 22.83 359.8978 9:0044.0 98201016011648